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Limiting force profile for laterally loaded piles in clay
Response of a laterally loaded pile is normally dominated by limiting force mobilised along the pile. The limiting force profile (LFP) varies from pile to pile at different sites. In order to provide guidelines for constructing the LFP, in this paper, an extensive back-estimation has been made against measured responses of 32 piles tested in situ. It was done using a spreadsheet program called GASLFP, which in turn was based on closed-form solutions. The solutions and GASLFP were developed by the first author in 2001 and 2002 respectively. Parameters obtained through the backestimation are presented herein for each pile. They indicate remarkably lower resistance than that derived from the conventional Matlock LFP for 18 piles; provide an average (slip) depth of 7.2d (d = pile diameter); offer an average ratio of modulus of subgrade reaction over shear modulus of 3.0 and an average ratio of the shear modulus over undrained shear strength of 92.3. These values may be directly used to design laterally loaded free-head piles and only the soil within the slip depth may need to be carefully investigated or improved.
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Effect of permeant liquid on the swell volume and permeability of geosynthetic clay liners
Nowadays geosynthetic clay liners (GCLs) are frequently used as hydraulic barriers from leachate in liner for waste containment facilities. This research aims to study (1) the effect of cation valence by using monovalent (LiCl, NaCl and KCl), divalent (CaCl2, MgCl2 and CuCl2) and trivalent (FeCl3) salt solutions, (2) the effect of concentration of CaCl2 and (3) effect of pH on swelling volume and permeability coefficient. The consolidation test, the indirect method, was used to find the permeability coefficient. At similar concentrations the swell volume was larger with monovalent cation solutions than with divalent and trivalent cation solutions. With various concentrations, swell volumes decreased with the increasing of concentration for all solutions. GCLs permeated with solutions containing divalent or trivalent cations had a higher permeability coefficient than GCLs permeated with monovalent or distilled water. The permeability coefficient of GCLs decreased with the increasing of concentration. Moreover, it was found that pH only influenced the swell volume and permeability coefficient when pH was very low (pH=2) or very high (pH=12).
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Numerical analysis of the bearing capacity of inclined loaded strip footings supported on sheet pile wall stabilized slopes
In practice, the bearing capacity of a strip footing adjacent to a slope is significantly reduced. This paper aims to control the generated failure mechanism and ameliorate the slope stability, using a sheet pile wall reinforcement technique. A two dimensional finite element limit analysis is used to examine the failure condition, through OptumG2 code. The effect of inclined loading on failure envelopes is investigated, through the average of upper and lower bound solutions. This paper focuses on the estimation of the undrained bearing capacity improvement factor for a given load inclination and slope angle. A new evaluation of the size and shape of failure envelopes is presented. Thus, a comparison between the undrained bearing capacity improvements before and after the sheet pile reinforcement is made, to study the most efficient case. The modification in failure loads are compared with those available in the literature.
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Uncertainty, economic risk analysis and risk acceptance criteria for mine subsidence
There are often differences in ‘expert opinions’ of what constitutes appropriate design parameters for determining the level of stability of the existing pillars of old coal mine workings. For example, there is seldom 100% certainty about the value of any design parameter. Instead there are varying degrees of confidence (or belief) for each possible design value. This uncertainty in design parameters can be represented by probability distributions. The inclusion of such probabilistic information into a probabilistic risk analysis will enable the probability of failure to be estimated. To illustrate the utility of risk analysis for decisions taken with uncertainty, a probabilistic risk analysis has been conducted to assess the uncertainty of design parameters on the level of stability of existing pillars within a disused coal seam beneath a proposed surface development in the Newcastle area. The case study considers dimensional and level of inundation uncertainties. This case study provides a preliminary framework for a risk-based approach to decision- making for a geotechnical system subject to high uncertainties. The outcomes of the risk analysis are probability of failure and annual economic risks (expected losses per year). The paper will describe the steps taken in the risk assessment, risk acceptance criteria and how results from a risk analysis may be interpreted by a decision-making development consent authority.
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Laboratory Testing, Theory and Practical Application “Mistakes and Problems with Laboratory Testing”
AGS Foundation Training Series
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Why Aesthetics Needs Early Consideration In Tunnel Design And Excavation – A Case Study From The M8
Road tunnels are more complex than the driving eye would surmise – hidden behind the dark ceilings and colourful wall panels are rock, support bolts, multiple layers of shotcrete, possible water drainage, access passages, fire control systems, electrical systems, and speed cameras. During the design phase of a tunnel project all these components are given significant consideration as they govern the ultimate size of the excavation that is needed. At construction, focus shifts from what will be added to what and how can rock be extracted quickly and safely. The crown and face condition come to the forefront as inputs into the ground support requirements and as short-term prediction of excavation conditions in the following days. Classification of the rock mass is skewed to encapsulate the face, shoulder and crown condition as well as the bolt zone above the crown. Side wall and floor conditions are noted where possible, but visibility is often limited to the current cutting (about 1.5m, with previous cuts already shotcreted) or not possible due to mud and rock waste. Once excavation has progressed, focus shifts to the functionality, endurance and aesthetics the general public will see – the smooth road surface, the painted ceiling with clear road signs, and the architectural panelling on the walls. For the latter two, consideration is required as to how these heavy items will be anchored to the roof and walls. For the M8, the broader face/shoulder/crown rock mass classification was found to be inappropriate to the narrow anchor zone for the architectural panels, which required anchoring specifically at a height 3m above the floor excavation level. This was particularly the case where narrow siltstone beds occurred with the sandstone rock mass and where dykes and shears intersected the tunnels. Fortuitously, compilation mapping including the side walls had been completed for another purpose for the project and was able to be repurposed to assist with panel construction design. Different bolt lengths were required for each rock class in sandstone, shale and dolerite (dykes) with the conditions specific to the zone 3m above the floor level reassessed by experience senior geological staff as the input for the design. A package of works was provided for each wall, indicating the rock class at the anchor zone, both as a map and tabulated. This improved construction sequencing, costing and allowed pre-purchasing of all materials before work commencement. Significant costs would have occurred had the daily mapping not captured the side wall conditions and had compilations been required solely for this purpose.
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A web-GIS and landslide database for South West Victoria and its application to landslide zonation
The Australian Geomechanics Society’s (AGS) guidelines on Landslide Risk Management emphasise landslide zonation as a key requirement for regulators dealing with landslide risk (AGS 2007a). The basis for zonation is a landslide inventory which reflects the nature and spatial distribution of landslide types in a particular locale, such as a local government area. This paper describes the design and implementation of a web-based landslide database for south west Victoria aimed at disseminating landslide inventory information to regulators, consultants and the general public. Although the 4,581 mapped landslides represent the most complete and extensive data set for the region, the current data quality and resolution does not meet the AGS guideline for landslide zonation at the municipal planning scale. However, with an essential need for landslide planning controls in this region, the data is the best available for the construction of zonation maps, resulting in conservative boundaries at the required map scale. The paper highlights the ongoing need to improve the spatial extent and quality of the landslide database if the statutory planning zonation maps are ultimately to comply with the AGS guidelines.
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Simplified Excavation-Induced Lateral Displacement Assessment in Sydney Area
Excavations change the stress state of the in-situ ground. The altered stress state causes lateral and vertical displacement in the buildings and structures adjacent to the excavation. In areas like the Sydney region, tectonic locked-in horizontal stresses at shallow depth exceed the vertical stress and the high in-situ horizontal stresses cause possibility of excavation- induced displacement in good quality rocks (e.g., Hawkesbury Sandstone Class I, II, and III).
This paper estimates the magnitude and shape of the excavation-induced displacement trough along the excavation edge in Hawkesbury Sandstone. A parametric study was undertaken using three-dimensional finite element analysis to estimate the maximum lateral excavation-induced displacement as well as the lateral displacement trough as a function of the ground type, excavation depth and width, and principal in-situ stress orientation. The results were verified by comparing with monitoring results published for Sydney Sandstone.
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Effective block size scaling for advanced rock modelling in practical applications
A valuable tool in discontinuum modelling is the concept of effective block interactions (size), where predominant structures are modelled explicitly and minor structures implicitly, i.e. as an equivalent pseudo-continuum rock block. This allows practitioners to achieve computationally effective models. However, a frequent question in this modelling approach relates to what “effective block” properties are considered adequate. As the rock mass still contains discontinuities smeared through its volumes, it cannot, in principle, be modelled as an intact block. It should not have rock mass properties estimated at the scale of the geo-structure either, i.e. using the global scale Geological Strength Index (GSI), as this would unrealistically double up the strength and deformability downscaling (reduction). Unfortunately, no detailed guidance can be found in the international technical literature, and decisions are often based solely on the practitioner’s experience in assessing a GSI value at the effective block scale. This paper presents an example of the impact of the GSI value when using the effective block-size approach, varying the scale of the block sizes in the discontinuum model from the actual rock block volumes to larger volumes that are more effective to use in practice. Although the example does not exhaustively explore all aspects associated with the problem at hand, thus not intended as a detailed how-to guide, some preliminary conclusions can be drawn on appropriate GSI values for “effective blocks”, particularly for sub-horizontally bedded rock formations with mostly sub-vertical jointing.
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Collaboration Between Industries For The First MRT Line In Malaysia
This paper presents a summary of some of the collaborations that were undertaken to ensure the successful completion of the Klang Valley Mass Rapid Transit (KVMRT) – Kajang Line in Kuala Lumpur, Malaysia. As a developing nation with the will and desire to construct the first MRT Project, the local joint venture company of MMC and Gamuda was presented with many challenges. To start the ball rolling, the team would have to make do with predominantly local resources. To meet the stringent requirements of the tunnelling fraternity and the underwriters, collaboration with the client and upskilling of the local industry players were necessary. While many of the points mentioned herein may be a norm in countries where Metro projects are already mature, the local construction industry in Kuala Lumpur still had a lot of catching up to do. The collaboration with the client, the site investigation contractors, laboratory/ testing agencies and geophysics service providers was instrumental in making the project a success.